CN104264661A - Structure for changing stress state of pile top - Google Patents
Structure for changing stress state of pile top Download PDFInfo
- Publication number
- CN104264661A CN104264661A CN201410540450.XA CN201410540450A CN104264661A CN 104264661 A CN104264661 A CN 104264661A CN 201410540450 A CN201410540450 A CN 201410540450A CN 104264661 A CN104264661 A CN 104264661A
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- China
- Prior art keywords
- pile
- concrete
- hoop
- pile crown
- stake
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/30—Prefabricated piles made of concrete or reinforced concrete or made of steel and concrete
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention discloses a structure for changing the stress state of a pile top. The structure for changing the stress state of the pile top comprises a concrete pile, a cast-in-place concrete hoop with set depth and width at the lateral surface of the pile head, and reinforcing steel bars pre-embedded in the cast-in-place concrete hoop and entering an upper bearing platform (base bottom plate), the concrete hoop is cast after manufacturing the concrete pile, the height of the pile head packaged by the hoop is larger than or equal to the outer diameter of the pile body, the concrete at the lateral surface of the pile head is chiseled, brushed with interface adhesive, provided with a shearing element or processed by the combination of several of them, the reinforcing steel bars pre-embedded in the cast-in-place concrete hoop enter the upper bearing platform (base bottom plate) to anchor, the concrete pile is not provided with the reinforcing steel bar or pre-embedded reinforcing steel bars which directly enter the upper bearing platform (base bottom plate) for anchoring, and the reinforcing steel bars in the concrete pile are packaged in the pile, anchored in the cast-in-place concrete hoop of the lateral surface of the pile head in a bending mode, connected with the reinforcing steel bars in the hoop of the lateral surface of the pile head or processed by the combination of several of them, and the vertical load can be transmitted to the lower pile body through the hoop of the lateral surface of the pile head.
Description
Technical field
The invention belongs to field of civil engineering, relate to stake, especially a kind of structure changing stake top stress.
Background technology
The hoop of pile crown and the stake (200710160966.1) of strap propose a kind of bind round with stake with the use of method for processing foundation, it is characterized in that next setting height scope arranges closed annular hoop on pile crown side, the internal diameter of hoop is greater than the external diameter of pile crown, hoop is what to separate with stake, stake carrys out collaborative work with the hoop of pile crown by the power transmission of inter-pile soil and bed course, is combined into the stake of strap.Institutes Of Technology Of Taiyuan's thesis for the doctorate " stake companion (changeable ridigity pile) is to directly basic and indirectly basic optimizing research " has carried out the research of rudimentary system for this patented technology, this technology is what to separate owing to binding round with stake, make, while increase foundation pile Its ultimate bearing capacity, the vertical rigidity of foundation pile to be adjusted again easily in the position of pile crown.But also seldom in current ground foundation engineering application and research field to adjust at the vertical rigidity of pile crown to foundation pile, and the event analysis that 13 layers were being built house and collapse due to " pressure differential " from Shanghai in 2009, the simple Its ultimate bearing capacity improving foundation pile is still very necessary.Hoop and stake are separated, horizontal loading shared by hoop, can reduce the stress of pile body; And hoop and stake are linked to be entirety, be equivalent to a pile crown expanded, the Its ultimate bearing capacity of stake can be improved.
Stake top enlarged footing is broadly divided into following two classes, and one is by scalable drill bit one-shot forming, such as, reinforce dumb-bell shape drilled pile composite foundation structure and the construction method (201310470424.X) thereof of embankment widening; Two is build at the top secondary of original stake to do enlarged footing, such as ballastless track sheet-pile structure (201120058462.0) and Japan Patent are exempted from shake and are built Wu Ji Foundation Agencies and make (log in designation: No. 4634829), above-mentioned enlarged footing is all collected by top vertical load, pressure is applied to the top of stake, in the junction of enlarged footing and stake, although stake footpath reduces, the top vertical load born is needed almost not reduce.
Associate silent piling top pressure and embrace the difference of pressing: top press type hydralic static pile press machine is then exert pressure from the top of preformed pile, be pressed into ground, hugging pressure type hydraulic static pile pressing machine piling process " embraces " firmly pile body side by clamping device, generation friction power transmission realizes thus, wherein, hugging pressure type stake machine is primarily of piling system and Pile holding mechanism composition, and top pressing type stake machine is primarily of piling system and pile cover composition.If embrace pressure, then the pressure directly acting on stake top is zero, revolutionizes the stress on stake top thus, and thinking silent piling could being embraced pressure carries out the stress innovated for changing stake top in conjunction with the hoop that pile crown side and stake are linked to be entirety.
Summary of the invention
The invention discloses a kind of structure changing stake top stress, it is characterized in that: comprise concrete pile, the cast-in-situ concrete hoop of pile crown side one set depth and width, pre-buriedly in cast-in-situ concrete hoop stretch into the reinforcing bar that top cushion cap (sole plate) carries out anchoring, first make concrete pile after-pouring concrete hoop, the height of hoop parcel pile crown is not less than pile body external diameter, dabbing taked by the concrete of pile crown side, brush interface adhesive, one or more combination measures such as shearing elements are set, in cast-in-situ concrete hoop, embedded bar stretches into top cushion cap (sole plate) and carries out anchoring, not configuration reinforcement in concrete pile, or do not configure and directly stretch into the embedded bar that top cushion cap (sole plate) carries out anchoring, the inside being wrapped in stake taked by the reinforcing bar configured in concrete pile, bending is anchored in the cast-in-situ concrete hoop of pile crown side, one or more combination process such as the reinforcing bar in binding round with pile crown side is connected.
The construction method of above-mentioned change stake top stress comprises the following steps: concrete pile of first constructing, a set depth and width is dug again by under the soil body of pile crown side, then surface dust or the mud of pile crown side is cleared up, the concrete of pile crown side uses dabbing, brush interface adhesive, one or more combination measures such as shearing elements are set, then in the assembling reinforcement of pile crown side, pre-buriedly stretch into the reinforcing bar that top cushion cap (sole plate) carries out anchoring, last at pile crown side concreting, form the hoop of pile crown side, the height of hoop parcel pile crown is not less than pile body external diameter, if concrete pile exists the reinforcing bar leaked outside, bent before concreting hoop and be anchored in the cast-in-situ concrete hoop of pile crown side, or the reinforcing bar in binding round with pile crown side is connected.
The concrete of pile crown side is taked dabbing, brush interface adhesive, arranged the object of one or more combination measures such as shearing elements is strengthen linking new and old concrete performance between stake and hoop, makes part or all of top vertical load be delivered to bottom pile body by hoop and the adhesion of pile crown side.
Above-mentioned structure and construction in not mentioned construction cushion coat, this is because the Main Function of construction cushion coat is to provide the clean work plane of sclerosis, different site conditions and design are not quite similar to the requirement of construction cushion coat, can adopt plain concrete or spray pea gravel concreten, mortar etc., can laying construction bed course situation as: around pile crown local under dig after; Before laying waterproofing course; While concreting to design elevation forms pile crown enlarged footing.
Novelty of the present invention and novelty are mainly reflected in the following aspects:
(1) pile ring of the prior art or pile cover cover the top in stake; mainly in order to transmit vertical load and protection pile crown; side for pile crown is only a bag limit, and content of the present invention is the hoop being positioned at pile crown side, forms complementation with all kinds of construction measures being positioned at pile crown top.
(2) height that Chinese foundation pile specification enters cushion cap or sole plate according to the different regulation pile crown in stake footpath is 50mm or 100mm, u.s. norm Uniform provisions is 70mm, the height of the enlarged footing parcel pile crown side of watering after mending after in prior art is substantially also in this scope, only meet the requirement of transmitting vertical load and horizontal shear, form the structure that semi-rigid joint half is hinged, be difficult to transmit larger moment of flexure, and in the present invention, the height of hoop parcel stake is not less than pile body diameter, can increase substantially the ability that pile crown node transmits moment of flexure.
(3) utility model patent ballastless track sheet-pile structure (201120058462.0) is contrasted, a kind of ballastless track sheet-pile structure is proposed, comprise: bearing sheet and bottom pile body, umbrella support shape is provided with between bearing sheet and bottom pile body, and, main muscle in the pile body of bottom extends to bearing sheet through umbrella support shape, is provided with shear reinforcement and shear reinforcement extends from umbrella support shape and enters bearing sheet in umbrella support shape.Although this patent is rigidly connected by umbrella shape pile crown pile foundation and the bearing sheet expanded, although parcel bottom pile body built the later stage by the umbrella shape pile crown of expansion.
(4) contrast Japan Patent to exempt from shake and build Wu Ji Foundation Agencies to make (log in designation: No. 4634829) be do enlarged footing after being clipped by former pile crown, the part Pouring concrete at the same time of new pile crown and expansion, formed simultaneously, and the present invention retains former pile crown, stake is successively formed with hoop, after the hoop that waters wrap up former pile crown.
(5) as the structural form of pile foundation, the Bar Anchorage in stake is needed to enter top cushion cap (sole plate) in prior art, and the cast-in-situ concrete hoop of pile crown side of the present invention is enough powerful, reinforcing bar in only pile crown side need being bound round stretches into top cushion cap (sole plate) and just can meet load bearing requirements, and concrete pile configuration reinforcement or the reinforcing bar that configures can directly not stretch into top cushion cap (sole plate), such as: its reinforcing bar can be embedded in the concrete of stake, be anchored in the hoop of pile crown side, be connected etc. with the reinforcing bar in the hoop of pile crown side.
The present invention is applicable to various types of rigid pile or Half rigid pile, castinplace pile or preformed pile.First the construction of stake is completed; Soil excavation is carried out again around pile crown, form a foundation ditch, a set depth and width is dug by under the soil body of pile crown side, concrete width and the degree of depth are comprehensively determined in conjunction with on-the-spot soil property and precipitation event by designing and calculating or detailing requiments, width is larger, and the size of the hoop enlarged footing formed is larger, and the height that the degree of depth should meet the stake of hoop parcel is not less than pile body diameter; In the assembling reinforcement of pile crown side, pre-buriedly stretch into the reinforcing bar that top cushion cap (sole plate) carries out anchoring, pile crown side concreting, form the hoop of pile crown side, stake does not directly stretch into top cushion cap (sole plate) without the need to configuration reinforcement or the reinforcing bar that configures, if concrete pile exists the reinforcing bar leaked outside, the reinforcing bar bent before concreting hoop in the cast-in-situ concrete hoop being anchored at pile crown side or in binding round with pile crown side is connected.
In the above-described embodiment, for the bonding of hoop with stake new-old concrete, usual manner can be adopted to solve, such as old concrete dabbing, brush interface adhesive, bar planting or employing additive method arrange shearing elements etc., hoop and the contact area (height of hoop and the product of stake girth) of stake and needs are by bind round and the adhesion of stake new-old concrete transmits the size of vertical load to take the adhesive method of which kind of new-old concrete to depend on, if hoop is less with the contact area of stake, need the load of transmission larger, then need that taking, the methods such as shearing elements are set and improve adhesion strength, if and hoop is larger with the contact area of stake, when needing the load of transmission less, then only need the old concrete dabbing of pile body.In addition, if the deficiency of making a concerted effort of pile ring adhesion stress and stake top laitance bearing capacity, also can increase embedded bar or pre-buried Steel section member at the laitance position, stake top of cast-in-place concrete pile, improve the vertical bearing capacity on stake top.
In the above-described embodiment, also comprise but must not comprise: height is filled with in castinplace pile amputation stake toplap, preformed pile amputation is super beats or superpressure height, distributing bar in cast-in-situ concrete hoop, stake is used for doing waterproof and fish tail and waterproof layer in civilian construction, if desired seal ring is set at conjunction old and new concret place, hoop does cushion cap (sole plate) with the top of stake, cast-in-place concrete hoop and top cushion cap (sole plate) are built simultaneously, and lay plain concrete construction cushion coat etc. Normal practice, be not set forth in the embodiment and claim that the present invention is of universal significance.
Claims (6)
1. one kind changes the structure of stake top stress, it is characterized in that: comprise concrete pile, the cast-in-situ concrete hoop of pile crown side one set depth and width, pre-buriedly in cast-in-situ concrete hoop stretch into the reinforcing bar that top cushion cap (sole plate) carries out anchoring, first make concrete pile after-pouring concrete hoop, the height of hoop parcel pile crown is not less than pile body external diameter, dabbing taked by the concrete of pile crown side, brush interface adhesive, one or more combination measures in shearing elements three kinds are set, in cast-in-situ concrete hoop, embedded bar stretches into top cushion cap (sole plate) and carries out anchoring, not configuration reinforcement in concrete pile, or do not configure and directly stretch into the embedded bar that top cushion cap (sole plate) carries out anchoring, the inside being wrapped in stake taked by the reinforcing bar configured in concrete pile, bending is anchored in the cast-in-situ concrete hoop of pile crown side, reinforcing bar in binding round with pile crown side is connected one or more combination process in three kinds.
2. according to the structure of change stake top according to claim 1 stress, it is characterized in that construction method comprises the following steps: concrete pile of first constructing, a set depth and width is dug again by under the soil body of pile crown side, then surface dust or the mud of pile crown side is cleared up, the concrete of pile crown side uses dabbing, brush interface adhesive, one or more combination measures in shearing elements three kinds are set, then in the assembling reinforcement of pile crown side, pre-buriedly stretch into the reinforcing bar that top cushion cap (sole plate) carries out anchoring, last at pile crown side concreting, form the hoop of pile crown side, the height of hoop parcel pile crown is not less than pile body external diameter, if concrete pile exists the reinforcing bar leaked outside, bent before concreting hoop and be anchored in the cast-in-situ concrete hoop of pile crown side, or the reinforcing bar in binding round with pile crown side is connected.
3. according to the structure of change stake top according to claim 1 stress, it is characterized in that: stake is cast-in-place concrete pile, the stake top laitance formed when retaining concrete perfusion does not amputate.
4. according to the structure of change stake top according to claim 1 stress, it is characterized in that: stake is Prefabricated hollow pile, core is not filled out in the pile crown inside of Prefabricated hollow pile, or hollow pile pile crown inside is fill concrete not configuration reinforcement only, or hollow pile pile crown inside is filled steel concrete but is not configured and directly stretches into the embedded bar that top cushion cap (sole plate) carries out anchoring, the inside that the reinforcing bar configured in core takes to be wrapped in stake filled out by hollow pile pile crown, bending is anchored in the cast-in-situ concrete hoop of pile crown side, reinforcing bar in binding round with pile crown side is connected one or more combination process in three kinds.
5. according to the structure of change stake top according to claim 1 stress, it is characterized in that: stake is cast-in-place concrete pile, control laitance apical side height during concreting not higher than design elevation, laitance end face reserved protection soil layer.
6. according to the structure of change stake top according to claim 1 stress, it is characterized in that: stake is preformed pile, control stake top mark height during construction of prefabricated piles in design elevation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410540450.XA CN104264661B (en) | 2014-10-14 | 2014-10-14 | A kind of construction for changing stake top stress |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410540450.XA CN104264661B (en) | 2014-10-14 | 2014-10-14 | A kind of construction for changing stake top stress |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104264661A true CN104264661A (en) | 2015-01-07 |
| CN104264661B CN104264661B (en) | 2017-06-06 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410540450.XA Expired - Fee Related CN104264661B (en) | 2014-10-14 | 2014-10-14 | A kind of construction for changing stake top stress |
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| Country | Link |
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| CN (1) | CN104264661B (en) |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS579916A (en) * | 1980-06-20 | 1982-01-19 | Takenaka Komuten Co Ltd | Foundation structure for building |
| JPS63134719A (en) * | 1986-11-25 | 1988-06-07 | Takenaka Komuten Co Ltd | Constructing method for pile-group-forming foundation pile |
| CN101191327A (en) * | 2007-12-14 | 2008-06-04 | 薛江炜 | Hoop for pile head and pile with hoop |
| CN102425162A (en) * | 2011-12-13 | 2012-04-25 | 中交第二公路工程局有限公司 | Steel sleeve mechanism for construction of pile footing composite foundation reserved hole with soft soil foundation top-down construction method |
-
2014
- 2014-10-14 CN CN201410540450.XA patent/CN104264661B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS579916A (en) * | 1980-06-20 | 1982-01-19 | Takenaka Komuten Co Ltd | Foundation structure for building |
| JPS63134719A (en) * | 1986-11-25 | 1988-06-07 | Takenaka Komuten Co Ltd | Constructing method for pile-group-forming foundation pile |
| CN101191327A (en) * | 2007-12-14 | 2008-06-04 | 薛江炜 | Hoop for pile head and pile with hoop |
| CN102425162A (en) * | 2011-12-13 | 2012-04-25 | 中交第二公路工程局有限公司 | Steel sleeve mechanism for construction of pile footing composite foundation reserved hole with soft soil foundation top-down construction method |
Non-Patent Citations (3)
| Title |
|---|
| 毛前等: "桩体复合地基柔性垫层的效用研究", 《岩土力学》 * |
| 薛江炜等: "带伴侣的桩极限承载力初探", 《第三届全国岩土与工程学术大会论文集》 * |
| 薛江炜等: "水平静力荷载作用下桩伴侣工作性状有限元模拟及与无伴侣构造形式的比较分析", 《岩石力学与工程学报》 * |
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| Publication number | Publication date |
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| CN104264661B (en) | 2017-06-06 |
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Granted publication date: 20170606 Termination date: 20171014 |